Babed on moment capacity only, determine the largest Span length L Such that Beam 2 can carry no less load p than beam 1
Posted: Wed May 04, 2022 9:48 am
- Babed On Moment Capacity Only Determine The Largest Span Length L Such That Beam 2 Can Carry No Less Load P Than Beam 1 1 (34.6 KiB) Viewed 37 times
- Babed On Moment Capacity Only Determine The Largest Span Length L Such That Beam 2 Can Carry No Less Load P Than Beam 1 2 (71.47 KiB) Viewed 37 times
- Babed On Moment Capacity Only Determine The Largest Span Length L Such That Beam 2 Can Carry No Less Load P Than Beam 1 3 (70.91 KiB) Viewed 37 times
- Babed On Moment Capacity Only Determine The Largest Span Length L Such That Beam 2 Can Carry No Less Load P Than Beam 1 4 (72.82 KiB) Viewed 37 times
Nom-Section inal Criteria Wt. by h Ib/ft 2t tw 112 4.17 10.4 132 7.15 17.7 120 7.80 19.3 109 8.49 21.7 99 9.34 23.5 90 10.2 25.9 -X T Ý by Web Area, Depth, A Thickness, Shape d tw in.² in. in. W10x112 32.9 11.4 11% 0.755 3/4 W14x132 38.8 14.7 14% 0.645 5/8 35.3 14.5 142 0.590 9/16 32.0 14.3 14% 0.525 12 29.1 14.2 148 0.485 2 26.5 14.0 14 0.440 7/16 x120 x109 x99¹ x90¹ Compact Axis X-X S r Z in.³ in. in.³ 126 4.66 147 6.28 234 6.24 212 6.22 192 6.17 173 6.14 157 1 in.4 716 1530 1380 1240 1110 999 Table 1-1 (continued) W-Shapes Dimensions Flange Width, b₁ Thickness, t₁ in. in. in. 3/8 10.4 10% 1.25 14 5/16 14.7 5/16 14.7 1/4 14.6 14 14.6 4 14.5 1 in.4 209 190 173 157 143 NË 2 236 548 495 447 402 362 Distance N k Kdes Kdet in. in. in. 1.75 115/16 1 1.63 25/16 1/16 15/16 1.54 24 1½ 1434 1.03 1 1458 0.940 145/s 0.860 7/8 1.46 23/16 12 14% 0.780 3/4 1.38 216 17/16 142 0.710 1/16 1.31 2 17/16 Axis Y-Y Its S r in.³ in. in.³ in. in. 45.3 2.68 69.2 3.08 10.2 74.5 3.76 113 4.23 13.7 67.5 3.74 102 4.20 13.6 61.2 3.73 92.7 4.17 13.4 55.2 3.71 83.6 4.14 13.4 49.9 3.70 75.6 4.10 13.3 2 Work- K₁ T able Gage in. in. 712 52 10 5% Torsional Properties J Cw in 4 in.6 6020 25500 22700 20200 18000 16000 ho 15.1 12.3 9.37 7.12 5.37 4.06
TABLE B4.1b (continued) Width-to-Thickness Ratios: Compression Elements Members Subject to Flexure Limiting Width-to-Thickness Ratio Width-to- Thick- A₂ Description of Element ness Ap (compact/ noncompact) Ratio. (noncompact/ slender) Examples 15 Webs of doubly symmetric I- shaped sections and channels h/t 3.76 5.70 € I th 16 Webs of singly symmetric 1-shaped sections he E [c] hp VFy PNA Mp (502-50 / 212 21² I 5.70 ENA 0.54 FyENA PNA My say 17 Flanges of rectangular HSS b/t E 1.12. 1.40 Fy VF, b/t 18 Flange cover plates and diaphragm plates between lines of fasteners or REVÎÎ 1.40 1.12 € Fy welds E h/t 2.42 5.70 19 Webs of rectangular HSS and box sections Fy €/ 01 0.0 D/t 20 Round HSS 0.07 €/ 0.31€ b/t 21 Flanges of box sections 1.49 Stiffened Elements Case he/tw 1.12 |E|F h Suns -- 10
Unstiffened Elements TABLE B4.1b Width-to-Thickness Ratios: Compression Elements Members Subject to Flexure Limiting Width-to-Thickness Ratio Ar Width-to- Description of Element Thickness Ratio Ap (compact/ (noncompact/ noncompact) slender) Examples b 10 Flanges of rolled E b/t I-shaped sections, channels, and tees 2 + 0.38 曬 E b/t Fy b/t b/t Case 11 Flanges of doubly and singly symmetric I-shaped built-up sections 12 Legs of single angles 13 Flanges of all I-shaped sections and channels in flexure about the minor axis 14 Stems of tees d/t 0.38 0.54 E VFy E 0.38 0.84 E 1.0 [a] KE FL E E 0.95 0.91 1.0, 1.52, b I' IF I' P IL ²+d